effects of cuo nanoparticles on compressive strength

S ¯ adhan ¯ a Vol. 36, Part 3, June 2011, pp. 371–391. c  Indian Academy of Sciences Effects of CuO nanoparticles on compressive strength of self-compacting concrete ALI NAZARI ∗ and SHADI RIAHI Department of Materials Science and Engineering, Saveh Branch, Islamic Azad University, Saveh 39187-366, Iran e-mail: alinazari84@aut.ac.ir MS received 31 August 2010; revised 18 December 2010; accepted 24 February 2011 Abstract. In the present study, the compressive strength, thermal properties and microstructure of self-compacting concrete with different amounts of CuO nanopar- ticles have been investigated. CuO nanoparticles with an average particle size of 15 nm were added to self-compacting concrete and various properties of the speci- mens were measured. The results indicate that CuO nanoparticles are able to improve the compressive strength of self-compacting concrete and reverse the negative effects of superplasticizer on compressive strength of the specimens. CuO nanoparticles as a partial replacement of cement up to 4 wt.% could accelerate C–S–H gel formation as a result of the increased crystalline Ca(OH) 2 amount at the early ages of hydration. Increasing CuO nanoparticle content to more than 4 wt.%, causes reduced compres- sive strength because of unsuitable dispersion of nanoparticles in the concrete matrix. Accelerated peak appearance in conduction calorimetry tests, more weight loss in thermogravimetric analysis and more rapid appearance of peaks related to hydrated products in X-ray diffraction results, all indicate that CuO nanoparticles up to 4 wt.% could improve the mechanical and physical properties of the specimens. Finally, CuO nanoparticles improved the pore structure of concrete and caused shifting of the distributed pores from harmless to low harm. Keywords. SCC; CuO nanoparticles; compressive strength; pore structure; thermogravimetric analysis. 1. Introduction Self-compacting concrete (SCC) is one of the most significant advances in concrete technology in recent years. SCC may be defined as a concrete with the capacity to flow inside the frame- ∗ For correspondence 371 372 Ali Nazari and Shadi Riahi work, to pass around the reinforcements and through the narrow sections, consolidating simply under its own weight without needing additional vibration and without showing segregation or bleeding. This behaviour is achieved in normally vibrated concretes (NVC) in which the same components are used with a higher content of fines and using very powerful superplasticizers. In addition, to increase the viscosity of the paste, viscosity-modifying admixtures can also be used. These are usually comprised of polymers made up of long-chain molecules which are capable of absorbing and fixing the free water content. This modification in the mix design may have an influence on the mechanical properties of the concrete; therefore it is important to ensure that all the basic assumptions and test results for design models of NVC construction are also valid for SCC construction. Most articles which are published until now show that for a certain compressive strength, SCC tend to reach strength slightly higher than that of NVC (Köning et al 2001; Hauke 2001 and Fava et al 2003). Mostly, all research has used SCC which includes active additions to satisfy the great demand for fines needed for this type of concrete, thereby improving the mechanical properties in comparison with NVC. For instance, Köning et al (2001) and Hauke (2001) reg- istered strength increase in SCCs made with different amounts of fly ash. According to Fava et al (2003), in SCCs with granulated blast furnace slag this increase is also evident. On the other hand, when limestone filler is used, Fava et al (2003) and Daoud et al (2003) achieved a tensile strength in SCC lower than the equivalent NVC. Bosiljkov (2003) has illustrated the behaviour of both types of concrete are similar. As for the modulus of elasticity, it is generally seen that this rises with age at a similar rate to that of NVCs (Köning et al 2001), though it seems that SCCs are a little more deformable (Makishima et al 2001; Klug & Holschemacher 2003 and Chopin et al 2003). These small differences in stiffness between the two types of con- crete can be attributed to the SCCs’ high paste content; although according to Su et al (2001), increasing the fine aggregate/total aggregate ratio does not have a significant effect on the SCCs’ modulus of elasticity. In any case, it should be pointed out that most of the results available in the bibliography usually refer to high strength SCCs, where high cement contents (higher than 400 kg/m 3 ) are used, usually accompanied by active additions, such as fly ash or blast furnace slag. However, there are few studies that give results for low to medium compressive strength of SCCs. To the knowledge of authors, there are few works on incorporating nanoparticles into SCCs to achieve improved physical and mechanical properties. There are several reports on incor- poration of nanoparticles in NVCs, most of which have focused on using SiO 2 nanoparticles (Bjornstrom et al 2004; Ji 2005 and Jo et al 2007). In addition, some of the works have utilized nano-Al 2 O 3 (Li et al 2006 and Campillo et al 2007), nano-Fe 2 O 3 (Li et al 2004) and zinc–iron oxide nanoparticles (Flores-Velez & Dominguez 2002). Previously, the effects of SiO 2 (Nazari & Riahi 2010a), TiO 2 [Nazari 2010; Nazari & Riahi 2010b, 2010c) and ZnO 2 (Nazari & Riahi 2010d, 2010e) nanoparticles on different properties of self-compacting concrete have been stud- ied. In addition, in a series of works (Nazari & Riahi 2010f, 2010g, 2010h, 2010i, 2010j, 2010k), the effects of several types of nanoparticles on properties of concrete specimens which are cured in different curing media have been investigated. Incorporation of other nanoparticles is rarely reported. Therefore, introducing some other nanoparticles which probably could improve the mechanical and physical properties of cementi- tious composites would be interesting. The aim of this study is incorporating CuO nanoparticles into SCCs to study the compressive strength and pore structure of the concrete. Several speci- mens with different amounts of polycarboxylate superplasticizer (PC) have been prepared and their physical and mechanical properties have been considered when, instead of cement, CuO nanoparticles were partially added to the cement paste. CuO nanoparticles’ effects on self compacting concrete 373 Table 1. Chemical and physical properties of Portland cement (Wt.%). Material SiO 2 Al 2 O 3 Fe 2 O 3 CaO MgO SO 3 Na 2 OK 2 O Loss on ignition Cement 21.89 5.3 3.34 53.27 6.45 3.67 0.18 0.98 3.21 Specific gravity: 1.7 g/cm 3 2. Materials and methods Ordinary Portland Cement (OPC) conforming to ASTM C150 standard was used as received. The chemical and physical properties of the cement are shown in table 1. The particle size distribution pattern of the used OPC is illustrated in figure 1. CuO nanoparticles with an average particle size of 15 nm and 45 m 2 g −1 Blaine fineness from Suzhou Fuer Import & Export Trade Co., Ltd were used as received. The properties of CuO nanoparticles are shown in table 2. Scanning electron micrographs (SEM) and powder X-ray diffraction (XRD) diagrams of CuO nanoparticles are shown in figures 2 and 3. Crushed limestone aggregates were used to produce self-compacting concretes, with gravel 4/12 and two types of sand. One of them was coarse 0/4, for fine aggregates and the other was fine 0/2, with a very high fines content (particle size <0.063 mm) of 19.2%. The main function of them was to provide a greater volume of fine materials to improve the stability of the fresh concrete. A polycarboxylate with a polyethylene condensate defoamed based admixture (Glenium C303 SCC) was used. Table 3 shows some of the physical and chemical properties of polycarboxylate admixture used in this study. Two series of mixtures were prepared in the laboratory trials. C0-SCC series mixtures were prepared with cement, fine and ultra-fine crushed limestone aggregates with 19.2% by weight of ultra-fines and 0%, 0.3%, 0.5%, 0.7% and 1.0% by weight of polycarboxylate admixture replaced by required water for each specimen. N-SCC series were prepared with different con- tents of CuO nanoparticles with average particle size of 15 nm. The mixtures were prepared with the cement replacement by CuO nanoparticles from 1 to 5 wt.% and 1 wt.% polycarboxy- late admixture. The superplasticizer was dissolved in water and then the nano-CuO was added and stirred at a high speed for 3 min. Though nano-CuO cannot be dissolved in water, a small amount of nano-CuO can be dispersed evenly by the superplasticizer. The water to binder ratio 0 20 40 60 80 100 120 0 20 40 60 80 100 120 140 160 Particle size (µm) Percentage finer than Figure 1. Particles distribution pattern of ordinary Portland cement. 374 Ali Nazari and Shadi Riahi Table 2. The properties of nano-CuO. Diameter (nm) Surface volume ratio (m 2 /g) Density (g/cm 3 ) Purity (%) 15 ± 3 155 ± 12 <0.13 >99.9 Figure 2. SEM micrograph of CuO nanoparticles. Figure 3. XRD analysis of CuO nanoparticles. CuO nanoparticles’ effects on self compacting concrete 375 Table 3. Physical and chemical characteristics of the polycarboxylate admixture. Appearance Yellow-brown liquid % solid residue Approximately 36% pH 5.2–5.3 Specific gravity (kg/l) Approximately 1.06 Rotational viscosity (MPa) 79.30 % C 52.25 ppm Na + 9150 ppm K + 158 for all mixtures was set at 0.40 (Zivica 2009). The binder content of all mixtures was 450 kgm −3 . The proportions of the mixtures are presented in table 4. The mixing sequence for SCCs consisted of homogenizing the sand and cementitious mate- rials for one minute in the mixer and then adding approximately 75% of the mixing water. The coarse aggregate was introduced and then the superplasticizer was pre-dissolved in the remain- ing water and was added at the end of the mixing sequence. The total mixing time including homogenizing was 5 minutes. Several types of tests were carried out on the prepared specimens: (i) Compressive strength: Cubic specimens with 100 mm edge length were made for compres- sive tests. The moulds were covered with polyethylene sheets and moistened for 24 h. Then the specimens were demoulded and cured in water at a temperature of 20 ◦ C in the room condition prior to test days. The compressive strength tests were conducted after 2, 7 and 28 days of curing. Compressive tests were carried out according to the ASTM C 39 standard. After the specified curing period was over, the concrete cubes were subjected to compres- sive test by using a universal testing machine. The tests were carried out in triplicate and average compressive strength values were obtained. (ii) Mercury intrusion porosimetry: There are several methods generally used to measure the pore structure, such as optical methods, mercury intrusion porosimetry (MIP), helium flow Table 4. Mixture proportion of nano-CuO particles blended concretes. Sample designation CuO nanoparticles (%) PC content (%) Quantities (kg/m 3 ) Cement CuO nanoparticles C0-SCC0 0 0 450 0 C0-SCC0.3 0 0.3 450 0 C0-SCC0.5 0 0.5 450 0 C0-SCC0.7 0 0.7 450 0 C0-SCC1 0 1.0 450 0 N1-SCC1 1 1.0 445.5 4.5 N2-SCC1 2 1.0 441.0 9.0 N3-SCC1 3 1.0 437.5 13.5 N4-SCC1 4 1.0 432.0 18.0 N5-SCC1 5 1.0 427.5 22.5 Water to binder [cement + nano-CuO] ratio of 0.40 376 Ali Nazari and Shadi Riahi and gas adsorption (Abell et al 1999). The MIP technique is used extensively to charac- terize the pore structure in porous material as a result of its simplicity, quickness and wide measuring range of pore diameter (Abell et al 1999; Tanaka & Kurumisawa 2002). MIP provides information about the connectivity of pores (Abell et al 1999). In this study, the pore structure of concrete was evaluated by using MIP. To prepare the samples for MIP measurement, concrete specimens with 28 days of curing were first broken into smaller pieces, and then the cement paste fragments selected from the center of prisms were used to measure the pore structure. The samples were immersed in acetone to stop hydration as fast as possible. Before the mercury intrusion test, the samples were dried in an oven at about 110 ◦ C until reaching constant weight to remove moisture in the pores. MIP is based on the assumption that the non-wetting liquid mercury (the contact angle between mercury and solid is greater than 90) will only intrude in the pores of porous material under pressure (Abell et al 1999; Tanaka & Kurumisawa 2002). Each pore size is quantitatively determined from the relationship between the volume of intruded mercury and the applied pressure (Abell et al 1999). The relationship between the pore diameter and applied pressure is generally described by the Washburn equation as follows (Abell et al 1999; Tanaka & Kurumisawa 2002): D =−4γ cos θ/P, (1) where, D is the pore diameter (nm), γ is the surface tension of mercury (dyne/cm), θ is the contact angle between mercury and solid ( ◦ ) and P is the applied pressure (MPa). The test apparatus used for pore structure measurement was an Auto Pore III mercury porosimeter. Mercury density is 13.5335 g/ml 1 . The surface tension of mercury is taken as 485 dynes/cm 1 , and the contact angle selected is 130. The maximum measuring pressure applied is 200 MPa (30000 psi), which means that the smallest pore diameter that can be measured is about 6 nm (on the assumption that all pores are cylindrical in shape). (iii) Conduction calorimetry: This test was run on a Wexham Developments JAF model isother- mal calorimeter, using the IBM program AWCAL-4, at 22 ◦ C for a maximum of 70 h. Fifteen grams of cement was mixed with water and saturated limewater and admixture before introducing it into the calorimeter cell. (iv) Thermogravimetric analysis (TGA): A Netzsch model STA 409 simultaneous thermal ana- lyzer equipped with a Data Acquisition System 414/1 programmer was used for the tests. Specimens which had been cured for 28 days were heated from 110 to 650 ◦ C, at a heating rate of 4 ◦ Cmin −1 andinaninertN 2 atmosphere. (v) Scanning electron microscopy (SEM): SEM investigations were conducted on a Hitachi apparatus. Backscattered electron (BSE) and secondary electron (SE) imaging was used to study the samples, which were prepared under conditions that ensured their subsequent viability for analytical purposes. (vi) X-ray diffraction (XRD): A Philips PW-1730 unit was used for XRD analysis which was taken from 4 to 70 ◦ . 3. Results and discussion 3.1 Strength analysis of C0-SCC specimens Table 5 shows the compressive strengths of C0-SCC specimens after 2, 7 and 28 days of curing which are all reduced by increasing PC content especially at early age of curing. This fact may be due to various factors, such as using different superplasticizers or greater fines content in the SCCs. Roncero & Gettu (2002) have pointed out the formation of large CH crystals when using CuO nanoparticles’ effects on self compacting concrete 377 Table 5. Compressive strength of C0-SCC specimens. Sample designation PC content (%) Compressive strength (MPa) 2 days 7 days 28 days C0-SCC0 0 16.9 25.4 34.8 C0-SCC0.3 0.3 15.7 24.3 34.0 C0-SCC0.5 0.5 15.1 23.2 33.1 C0-SCC0.7 0.7 14.5 22.0 32.5 C0-SCC1 1.0 14.0 20.6 31.6 polycarboxylate superplasticizers. These large crystals weaken the aggregate–paste transition zone and hence decrease the compressive strength of concrete by decreasing the aggregate–paste bond. As for the influence of the fines content, the bigger particles leads to the greater shrinkage (Song et al 2001 and Hammer et al 2001), giving rise to the appearance of a greater number of micro-cracks in the aggregate paste interface which also reduce the compressive strength. Moreover, by increasing the volume of fines, the specific surface area of the aggregates increases, with the aggregate–paste transition zone being precisely the weakest phase of the concrete. During the early days of hydration, the strength is affected by two opposing effects: (i) the limestone fines raise the rate of hydration of some clinker compounds since the fines act as nucleation sites for the hydrates formed in the hydration reactions (Ye et al 2007). (ii) PC has a delaying effect on hydration of CH crystals and formation of C 3 H (Puertas et al 2005a and 2005b). At higher ages, 28 days, the two aforementioned effects disappear and it can clearly be seen that there is less effect on reducing the compressive strength in SCCs by increasing PC. This is due to a longer development over time for the cement’s hydration processes in the SCCs with higher content of PC as a result of the SCCs’ greater capacity to retain water (Puertas et al 2005a), which allows pozzolanic additions to continue reacting at higher ages with the lime resulting from the cement hydration. Furthermore, although PC retards the initial hydration reactions, according to Puertas et al (2005a) these reactions are intensified in later stages as a result of particle dispersion. The pore structure of concrete is the general embodiment of porosity, pore size distribution, pore scale and pore geometry. The test results of MIP in this study include the pore structure parameters such as total specific pore volume, most probable pore diameter, pore size distribu- tion, porosity, average diameter, and median diameter (volume). In terms of the different effect of pore size on concrete performance, the pore in concrete are classified as harmless (<20 nm), Table 6. Total specific pore volumes and most probable pore diameters of C0-SCC specimens. Sample designation Total specific pore Most probable pore volume (mL/g) diameter (nm) C0-SCC0 0.0381 32 C0-SCC0.3 0.0346 24 C0-SCC0.5 0.0332 20 C0-SCC0.7 0.0320 18 C0-SCC1 0.0304 14 378 Ali Nazari and Shadi Riahi Table 7. Prosities, average diameters and median diameters (volume) of C0-SCC specimens. Sample designation Prosity (%) Average diameter (nm) Median diameter (volume) (nm) C0-SCC0 8.99 27.53 41.4 C0-SCC0.3 8.11 20.9 30.3 C0-SCC0.5 7.70 16.8 28.7 C0-SCC0.7 7.46 12.1 25.4 C0-SCC1 7.17 10.2 22.2 low-harm (20–50 nm), harmful (50–200 nm) and very-harmful pore (>200 nm) (Wu & Lian 1999). In order to analyse and compare conveniently, the pore structure of concrete is divided into four ranges according to this sort method in this work. Table 6 shows that with increasing PC content, the total specific pore volumes of concretes are decreased, and the most probable pore diameters shift to smaller pores and fall in the range of low-harm pore, which indicates that the addition of PC refines the pore structure of concretes. Table 7 gives the porosities, average diameters and median diameters (volume) of various concretes. The regularity of porosity is similar to that of total specific pore volume. The regularity of average diameter and median diameter (volume) is similar to that of most probable pore diameter. The pore size distribution of the concretes is shown in table 8. It is seen that by increasing PC content, the amount of pores decreases, which shows that the density is increased and the pore structure is improved. Table 9 shows the results of conduction calorimetry of C0-SCC specimens. Two signals can be distinguished on all test results: a peak corresponding to the acceleration or post-induction period, associated with the precipitation of C–S–H gel and CH, and a shoulder related to a second, weaker signal with a later peak time, associated with the transformation from the ettrin- gite (AFt) to the calcium monosulphoaluminate (AFm) phase via dissolution and reaction with Al(OH) 4− (Jawed et al 1983). The numerical values corresponding to these two signals (heat release rate, peak times) and the total released heat are shown in table 9. The time period over the total heat was measured until the heat release rate was below 1% of the maximum of the second peak. The heat release rate values in table 9 show that increasing the percentage of PC in the pastes retards peak times and raises heat release rate values. This is indicative of a delay in initial cement hydration because of higher content of PC. The retardation is much less marked in the second peak. The total heat released under identical conditions (at times when the heat release Table 8. Pore size distribution of C0-SCC specimens. Sample Pore size distribution (mL/g(%)) Total specific pore designation Harmless pores Few-harm pores Harmful pores Multi-harm pores volume (mL/g) (<20 nm) (20–50 nm) (50–200 nm) (>200 nm) C0-SCC0 0.0045 0.0127 0.0149 0.0079 0.0381 C0-SCC0.3 0.0044 0.0116 0.0121 0.0064 0.0346 C0-SCC0.5 0.0043 0.0108 0.0114 0.0056 0.0332 C0-SCC0.7 0.0041 0.0101 0.0108 0.0045 0.0320 C0-SCC1 0.0039 0.0090 0.0100 0.0038 0.0304 CuO nanoparticles’ effects on self compacting concrete 379 Table 9. Calorimetric results of C0–SCC specimens. Sample designation Total heat First peak Second peak kJ/kg Time (h) Rate (W/kg) Time (h) Rate (W/kg) C0-SCC0 319.8 1.8 0.62 16.1 2.71 C0-SCC0.3 333.5 1.9 0.64 17.2 2.86 C0-SCC0.5 345.3 2.1 0.67 18.6 3.02 C0-SCC0.7 359.5 2.25 0.69 19.5 3.29 C0-SCC1 371.7 2.4 0.71 20.6 3.41 Table 10. Weight loss (%) of the pastes in the range of 110–650 ◦ C at 28 days of curing of C0-SCC specimens. Sample designation Weight loss (%) C0-SCC0 10.4 C0-SCC0.3 10.7 C0-SCC0.5 11.0 C0-SCC0.7 11.2 C0-SCC1 11.4 Figure 4. XRD results indicating the formation of hydrated products for different C0-SCC specimens: (a) C0-SCC0, (b) C0-SCC0.3, (c) C0-SCC0.5, (d) C0-SCC0.7 and (e) C0-SCC1. 380 Ali Nazari and Shadi Riahi rate is less than 1% of the maximum amount of heat released in the first peak) decreases with higher percentages of PC in the mix. Table 10 shows the thermogravimetric analysis results of C0-SCC specimens measured in the 110–650 ◦ C range in which dehydration of the hydrated products occurred. The results show that after 28 days of curing, the loss in weight of the specimens is increased by decreasing the PC content in concretes. (1) (2) (3) (a) (b) Figure 5. SEM micrographs of (a) C0-SCC0 specimen and (b) C0-SCC1 specimen at 2 days (series 1), 7 days (series 2) and 28 days (series 3) of curing. [...]... formation of the hydrated products shifts to appear in earlier times indicating the positive impact of PC on formation of Ca(OH)2 and C–S–H gel at early age of cement hydration Finally, figure 7 shows SEM micrographs of N-SCC specimens containing 4 wt.% of CuO nanoparticles Figure 7 shows a more compact mixture after all days of curing which indicate rapid formation of C–S–H gel in presence of CuO nanoparticles. .. pore structure of the cement matrix is loosened relatively On the whole, the addition of nanoparticles improves the pore structure of concrete On one hand, nanoparticles can act as a filler to enhance the density of concrete, which leads to the porosity of concrete being reduced significantly On the other hand, nanoparticles can not only act as an activator to accelerate cement hydration due to their... the process of hydration This is leading to excess silica leaching out and causing a deficiency in strength as it replaces part of the cementitious material but does not contribute to strength Also, it may be due to the defects generated in dispersion of nanoparticles that causes weak zones Table 11 Compressive strength of N-SCC specimens Sample designation CuO nanoparticles (%) Compressive strength (MPa)... result of high reactivity of CuO nanoparticles As a consequence, the hydration of cement is accelerated and larger volumes of reaction products are formed Also, CuO nanoparticles recover the particle packing density of the blended cement, leading to a reduced volume of larger pores in the cement paste Table 12 shows that with increasing CuO nanoparticles up to 4 wt.%, the total specific pore volume of concrete... increased PC content results in decreased compressive strength It has been argued that PC retards cement hydration especially at early ages However, there were no evident differences between compressive strength of specimens with and without PC CuO nanoparticles effects on self compacting concrete 389 (ii) As the CuO nanoparticle content is increased up to 4 wt.%, the compressive strength of SCC specimens... workability of concrete, only cement paste with 1 wt.% PC admixture was selected because of its high workability and cement was partially replaced by different amount of CuO nanoparticles The results are discussed in the following section 3.2 Strength analysis of N-SCC specimens Table 11 shows the compressive strength of N-SCC specimens after 2, 7 and 28 days of curing The results show that the compressive strength. .. This is due to more formation of hydrated products in the presence of CuO nanoparticles (iii) CuO nanoparticles up to 4 wt.% could accelerate the appearance of the first peak in conduction calorimetry testing which is related to the acceleration in formation of hydrated cement products (iv) Thermogravimetric analysis shows that CuO nanoparticles could increase the weight loss of the specimens when partially... formation of hydrated products in the presence of CuO nanoparticles (which was confirmed by XRD results) could be the reason for more weight loss (v) The pore structure of self compacting concrete containing CuO nanoparticles is improved and the content of all mesopores and macropores is decreased References Abell A B, Willis K L and Lange D A 1999 Mercury Intrusion Porosimetry and Image nalysis of CementBased... and setting time of concrete, J Compos Mater doi:10.1177/0021998310377945 Nazari A, Riahi S 2010h The effects of limewater on flexural strength and water permeability of Al2 O3 nanoparticles binary blended concrete, J Compos Mater doi:10.1177/0021998310378907 Nazari A, Riahi S 2010i The effects of limewater on split tensile strength and workability of Al2 O3 nanoparticles binary blended concrete, J Compos.. .CuO nanoparticles effects on self compacting concrete 381 Figure 4 shows XRD analysis of C0-SCC specimens at different times after curing As figure 4 also shows, the peak related to formation of the hydrated products shifts to appear at later times indicating the negative impact of PC on formation of Ca(OH)2 and C–S–H gel at early ages of cement hydration Finally, figure 5 shows SEM micrographs of . micrograph of CuO nanoparticles. Figure 3. XRD analysis of CuO nanoparticles. CuO nanoparticles effects on self compacting concrete 375 Table 3. Physical and chemical characteristics of the polycarboxylate. crystals when using CuO nanoparticles effects on self compacting concrete 377 Table 5. Compressive strength of C0-SCC specimens. Sample designation PC content (%) Compressive strength (MPa) 2 days. generated in dispersion of nanoparticles that causes weak zones. Table 11. Compressive strength of N-SCC specimens. Sample designation CuO nanoparticles (%) Compressive strength (MPa) 2 days